prepared by: laura krusinski, p.e. senior geotechnical

MAINE DEPARTMENT OF TRANSPORTATION BRIDGE PROGRAM

GEOTECHNICAL SECTION AUGUSTA, MAINE

GEOTECHNICAL DESIGN REPORT

For the Replacement of:

PINGREE BRIDGE STATE ROUTE 150 OVER PINGREE CENTER STREAM

PARKMAN, MAINE

Prepared by: Laura Krusinski, P.E.

Senior Geotechnical Engineer

Reviewed by:

Kathleen Maguire, P.E. Geotechnical Engineer

Piscataquis County Soils Report No. 2013-24 WIN 19302.00 Bridge No. 2668

September 23, 2013

Table of Contents

GEOTECHNICAL DESIGN SUMMARY ........................................................................... 1

1.0 INTRODUCTION......................................................................................................... 3

2.0 GEOLOGIC SETTING ............................................................................................... 3

3.0 SUBSURFACE INVESTIGATION ............................................................................ 4

4.0 LABORATORY TESTING ......................................................................................... 5

5.0 SUBSURFACE CONDITIONS ................................................................................... 5

5.1 FILL SOILS ................................................................................................................. 5 5.2 GLACIAL TILL ............................................................................................................ 6 5.3 WEATHERED BEDROCK ............................................................................................. 6 5.4 GROUNDWATER ......................................................................................................... 6

6.0 FOUNDATION ALTERNATIVES ........................................................................... 6

7.0 GEOTECHNICAL DESIGN RECOMMENDATIONS ......................................... 7

7.1 PRECAST CONCRETE BOX CULVERT DESIGN AND CONSTRUCTION ............................ 7 7.2 PRECAST CONCRETE BOX CULVERT HEADWALLS ..................................................... 8 7.3 PRECAST CONCRETE INTEGRAL WINGWALLS AND TOE WALLS ................................ 8 7.4 BEARING RESISTANCE ............................................................................................... 9 7.5 SETTLEMENT .............................................................................................................. 9 7.6 FROST PROTECTION ................................................................................................... 9 7.7 SCOUR AND RIPRAP ................................................................................................. 10 7.8 SEISMIC DESIGN CONSIDERATIONS .......................................................................... 10 7.9 CONSTRUCTION CONSIDERATIONS ........................................................................... 10

8.0 CLOSURE ................................................................................................................. 11

Tables Table 1 – Equivalent Height of Soil for Vehicle Loading on Retaining Walls Parallel to Traffic Sheets Sheet 1 - Location Map Sheet 2 - Boring Location Plan Sheet 3 - Interpretive Subsurface Profile Sheet 4 - Boring Logs Appendices Appendix A - Boring Logs Appendix B - Laboratory Test Results Appendix C - Calculations Appendix D - Special Provisions

Pingree Bridge Parkman, Maine

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GEOTECHNICAL DESIGN SUMMARY The purpose of this report is to present subsurface information and make geotechnical recommendations for the replacement of Pingree Bridge which carries Route 150 over Pingree Center Stream in Parkman, Maine. The existing Pingree Bridge was constructed in 1958 and is an approximately 207-foot long, 14-foot diameter steel structural plate pipe. The proposed replacement structure will be a 16-foot span by 10-foot high, approximately 245-foot long, precast concrete box. The following design recommendations are discussed in detail in Section 7.0 of this report. Precast Concrete Box Culvert Design and Construction - The precast concrete box culverts will be supplier-designed in accordance with Special Provision 534 - Precast Concrete Arches, Box Culverts, Frames and AASHTO LRFD Bridge Design Specifications, 6th Edition, 2012 (LRFD). The loading specified for the structure should be Modified HL-93 Strength 1 in which the HS-20 design truck wheel loads are increased by a factor of 1.25. The precast concrete box culvert shall be designed for all relevant strength and service limit states and load combinations The proposed box culvert will have 1-foot tall precast headwalls. The box will be embedded approximately 3 feet into the streambed and 2 feet of special fill will be placed inside the bottom of the culvert to create a natural streambed crossing. The proposed box culvert will be bedded on a 1-foot thick layer of granular borrow. Precast Concrete Integral Wingwalls and Toe Walls - Flared, sloped, integral wingwalls will retain the riprap slopes. The bottom slabs connecting the left and right wingwalls at each end of the box shall include toe walls to prevent undermining per MaineDOT BDG Section 8.3.1. Each toe wall should extend a minimum of 1 foot below the maximum depth of scour. Bearing Resistance - For a precast box with a base width of 18 feet, we estimate a factored bearing resistance for the strength limit state of 8.1 kips per square foot (ksf). The factored applied bearing stress at the strength limit state shall not exceed 8.1 ksf. A factored bearing resistance of 10 ksf should be used to control settlement when analyzing the service limit state. Accordingly, the applied bearing stress at the service limit state shall not exceed 10 ksf. In no instance shall be bearing stress exceed the nominal structural resistance of the structural concrete which may be taken as 0.3f’c. Settlement - The glacial till soils at the anticipated foundation elevation for the precast box are dense in consistency. The soils are generally cohesionless and granular, therefore are not expected to exhibit long term consolidation, even if a load greater than the existing overburden pressure is applied. There is no plan to change in the horizontal alignment or vertical profile from the existing. No settlement issues are anticipated at the site. Frost Protection – Foundations placed on soil should be founded a minimum of 7 feet below finished exterior grade for frost protection.

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Scour and Riprap – The box culvert will be constructed with integral concrete headwalls and wingwalls to retain riprap slopes and prevent riprap from dropping or eroding into the waterway. The sloped, integral wingwalls will share the same base slab. These base slabs at the inlet and outlet ends shall be fabricated with toe walls that extend a minimum of 1 foot below the maximum depth of scour. The slopes shall be armored with a 3-foot thick layer of riprap. The riprap shall be underlain by a Class 1 erosion control geotextile and a 1-foot layer of bedding material. The toe of the riprap sections shall be constructed 1 foot below the streambed elevation. The riprap slopes shall be constructed no steeper than a maximum 1.75H:1V extending from the edge of the roadway down to the existing ground surface. Riprap aprons will be installed at both ends of the culvert. Seismic Design Considerations – In conformance with LRFD Article 3.10.1, seismic analysis is not required for buried structures, except where they cross active faults. There are no known active faults in Maine; therefore seismic analysis is not required. Construction Considerations – The box culvert soil envelope and backfill shall consist of Standard Specification 703.19 – Granular Borrow Material for Underwater Backfill with a maximum particle size of 4 inches. The granular borrow backfill should be placed in lifts of 6 to 8 inches thick loose measure and compacted to the manufacturer’s specifications. To control future settlement, in no case shall the backfill soil be compacted less than 92 percent of the AASHTO T-180 maximum dry density. The proposed box culvert will be bedded on a 1-foot thick layer of granular borrow. Based on the soils encountered in the boring dense glacial till consisting of silt, clay and platey phyllite will be encountered at this elevation. The Contractor shall minimize disturbance to the silty till soils and all subgrade surfaces should be protected from any unnecessary construction traffic. Earthwork and excavations will result in the exposure of reworked, silty glacial till which was used to backfill the existing pipe culvert. These silty soils may be susceptible to disturbance and rutting as a result of exposure to water or construction traffic. If disturbance and rutting occur, we recommend that the Contractor remove and replace the disturbed materials with ¾-inch stone or compacted MaineDOT Standard Specification 703.20, Gravel Borrow. Any cobbles or boulders encountered in excess of 6 inches shall be removed and replaced with compacted gravel borrow Staged construction will require temporary earth support systems. Wood was encountered in the lower fill unit in one boring and wood may impede driving sheet piles that may be required for temporary earth support. All wood in the excavation shall be removed and replaced with compacted gravel borrow or ¾-inch stone. The silty till fill that overlies the existing pipe culvert has a significant percentage of fine material passing the #200 sieve. These soils may become saturated and water seepage may be encountered during construction. There may be localized sloughing and instability in some excavations and cut slopes. The Contractor should control groundwater, surface water infiltration and soil erosion.

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1.0 INTRODUCTION The purpose of this Geotechnical Design Report is to present subsurface information and make geotechnical recommendations for the replacement of Pingree Bridge which carries State Route 150 over Pingree Center Stream in Parkman, Maine. A subsurface investigation has been completed. The purpose of the investigation was to explore subsurface conditions at the site in order to develop geotechnical recommendations for the bridge replacement. This report presents the subsurface information obtained at the site during the subsurface investigation, foundation design recommendations and geotechnical design parameters. The existing Pingree Bridge was constructed in 1958 and is an approximately 207-foot long, 14-foot diameter steel structural plate pipe. A rehabilitation project consisting of replacing approximately 36 feet of the pipe with approximately 48 feet of new pipe was performed in 1995/96 due to a structural failure of the upstream end of the pipe. The current pipe has a warped downstream end and the seams are unzipped. There is an overall sweep to the 207-foot long damaged pipe and moderate rusting. There is a significant scour hole is at the outlet, resulting in a hanging pipe. Approximately 18 feet of fill soil overlies the steel pipe. The culvert is rated as “4” for “Considerable Damage” according to a 2012 Maine Department of Transportation (MaineDOT) Bridge Inspection Report. The channel and channel protection is rated a “5” meaning some bank protection erosion has occurred. The bridge has a Sufficiency Rating of 71.7. Initially, the MaineDOT Bridge Program considered both sliplining and replacement of the culvert. It has been determined that the condition of the steel pipe warrants replacement in conjunction with staged construction to allow traffic to be maintained along Route 150. The proposed replacement structure will be a 16-foot span by 10-foot rise, approximately 245-foot long, precast concrete box. The box culvert will have 1-foot tall precast headwalls. The proposed box will have inlet and outlet toe walls, headwalls, and integral, flared walls at both the upstream and downstream ends. The invert of the box culvert will be embedded approximately 3 feet into the streambed and 2 feet of special fill will be placed inside the bottom of the culvert to create a natural stream crossing. The new bridge will be located on the same horizontal alignment as the existing bridge. The finished grade on the bridge will match the existing.

2.0 GEOLOGIC SETTING Pingree Bridge in Brownville carries Route 150 over Pingree Center Stream approximately 0.1 mile south of the intersection with Wellington Road, as shown on Sheet 1 – Location Map, found at the end of this report. The Maine Geologic Survey (MGS) Surficial Geology of the Guilford Quadrangle (1986) indicates the surficial soils in the vicinity of the bridge project consist of glacial till. Glacial till is typically comprised of heterogeneous mixtures of sand, silt, clay and stones.

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The Bedrock Geologic Map of Maine, MGS, (1985), cites the bedrock at the bridge site as Sangerville Formation consisting of metamorphic, interbedded pelite and sandstone and/or dolostone. The Reconnaissance Bedrock Geology Map of the Guilford Quadrangle, Maine, MGS (1971), Open File No. 71-5 cites the bedrock at the bridge site as the Sangerville Formation which is described as graded, calcareous, quartzite beds with phyllite tops.

3.0 SUBSURFACE INVESTIGATION Subsurface conditions at the site were explored by drilling two (2) test borings. Soil samples were typically obtained at 5-foot intervals in boring BB-PPCS-101, which was terminated at a depth of 51 feet below the roadway surface. Boring BB-PPCS-102 was drilled to a depth of 52 feet below the roadway surface, without sampling, for the purpose of determining if bedrock would be encountered in the excavation for the proposed box culvert. Test boring BB-PPCS-101 was drilled in the northbound shoulder of Route 150, approximately 5 feet south of the existing steel pipe culvert. Test boring BB-PPCS-102 was drilled at the corner of Wellington Road and Route 150 southbound, approximately 8 feet outside of the existing pipe. The boring locations are shown on Sheet 2 - Boring Location Plan provided at the end of this report. The borings were drilled on July 28, 2013 by Northern Test Borings (NTB) of Gorham, Maine. Details and sampling methods used, field data obtained, and soil and groundwater conditions encountered are presented in the boring log provided in Appendix A – Boring Logs and on Sheet 4 - Boring Logs found at the end of this report. The borings were drilled using cased wash boring and solid stem auger techniques. Only in boring BB-PPCS-101 were soil samples typically obtained at 5-foot intervals using Standard Penetration Test (SPT) methods. During SPT sampling, the sampler is driven 24 inches and the hammer blows for each 6-inch interval of penetration are recorded. The sum of the blows for the second and third intervals is the N-value, or standard penetration resistance. The NTB dill rig is equipped with an automatic hammer to drive the split spoon. The hammer was calibrated per ASTM D4633-05 “Standard Test Method for Energy Measurement for Dynamic Penetrometers” in August 2012 and was found to deliver approximately 20 percent more energy during driving than the standard rope and cathead system. All N-values discussed in this report are corrected values computed by applying an average energy transfer of 0.719 to the raw field N-values. This hammer efficiency factor (0.719) and both the raw field N-value and corrected N-value (N60) are shown on the boring logs. A Northeast Transportation Technician Certification Program (NETTCP) Certified Subsurface Inspector logged the subsurface conditions encountered. The MaineDOT geotechnical engineer selected the boring locations and drilling methods, designated type and depth of sampling techniques, reviewed draft boring logs and identified field and laboratory testing requirements. The borings were located in the field using taped measurements at the completion of the drilling program.

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4.0 LABORATORY TESTING A laboratory testing program was conducted on selected soil samples recovered from one of the test borings to assist in soil classification, evaluation of engineering properties of the soils, and geologic assessment of the project site. Laboratory testing consisted of two (2) standard grain size analyses, two (2) sieve analyses with hydrometer, four (4) water content tests and three (3) Atterberg Limits tests. The results of soil tests are included as Appendix B – Laboratory Test Results. Laboratory test information is also shown on the boring logs provided in Appendix A – Boring Logs and on Sheet 4 - Boring Logs.

5.0 SUBSURFACE CONDITIONS Subsurface conditions encountered in the test boring BB-PPCS-101 generally consisted of fill consisting of reworked native silty glacial till, underlain by glacial till and weathered bedrock. The boring logs are provided in Appendix A – Boring Logs and on Sheet 4 – Boring Logs, found at the end of this report. A generalized subsurface profile is shown on Sheet 3 – Interpretive Subsurface Profile, found at the end of this report. The following paragraphs discuss the subsurface conditions encountered in detail:

5.1 Fill Soils A layer of fill comprised of sand fill and reworked native glacial till, underlain gravel fill, was encountered in the boring. The encountered thickness was approximately 34 feet. The miscellaneous fill subunits encountered consisted of:

• brown, moist, fine to coarse sand, some gravel, little silt, • olive and olive-brown, moist, silt, little sand, little to trace clay, trace gravel, and • grey-olive, wet, gravel, some silt, some sand, trace wood.

Occasional 3 to 5-inch diameter cobbles were encountered in the fill unit between approximately 14 and 18.5 feet below the ground surface (bgs). SPT N-values in the upper silty till fill soils ranged from 16 to 37 blows per foot (bpf), indicating the silty till fill is very stiff in consistency. One SPT N-value in the lower granular fill unit was 22 bpf indicating the lower unit is medium dense in consistency. Four (4) grain size analyses conducted indicated that the fill soils are classified as A-4 or A-2-4 by the AASHTO Classification System and ML and GM by the Unified Soil Classification System. Water contents from samples obtained within the layer ranged from approximately 12 to 16 percent. Three (3) Atterberg Limits test resulted in the samples being classified as non-plastic.

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5.2 Glacial Till A layer of glacial till was encountered below the fill materials. The glacial till deposit is a transitional geologic material, consisting of grey, moist, silt, clay and platey phyllite. The thickness of the glacial till deposit encountered was approximately 13 feet. SPT N-values ranged from 48 to 103 bpf indicating the unit of transitional geologic material is dense to very dense.

5.3 Weathered Bedrock Weathered bedrock was encountered in boring BB-PPCS-101 at a depth of approximately 47 feet bgs. The encountered thickness was approximately 4 feet. The material consisted of brown, moist, platey, weathered Phyllite. One SPT N-value was 65 bpf indicating the weathered bedrock is very dense. Boring BB-PPCS-101 was terminated in the weathered bedrock at a depth of approximately 51 feet bgs. No refusal surface was encountered in the boring. Boring BB-PPCS-102 was terminated approximately 52 feet bgs and did not positively encounter bedrock. No refusal surface was encountered in the boring.

5.4 Groundwater Groundwater was not observed in the borings. Groundwater levels will fluctuate with seasonal changes, precipitation, runoff, and construction activities.

6.0 FOUNDATION ALTERNATIVES Based on the subsurface conditions encountered during the subsurface investigation, the following alternatives for rehabilitation and replacement of the existing culvert were identified:

• Slipline the existing culvert with an aluminum corrugated metal pipe or a HDPE pipe, • Replacement with a precast concrete bottomless structure, • Replacement with a 12-foot span by 12-foot rise precast concrete box to provide

Bankfull Width (BFW) standard, and • Replacement with a 16-foot span by 10-foot rise precast concrete box culvert to

provide 1.2 times the BFW standard. Due to the deformation of the existing pipe at the downstream end and the overall sweep to the 200-foot long damaged, existing pipe, the sliplining process would be difficult and

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potentially result in unanticipated expenses. This option was eliminated. Bedrock was not encountered at the proposed bottom of structure elevation therefore the precast concrete arch option was eliminated. The Preliminary Design Report prepared by Calderwood Engineers recommends replacement of the existing steel pipe with a precast concrete box with a 16-foot by 10-foot hydraulic opening using staged construction. The length of the box will be approximately 245 feet.

7.0 GEOTECHNICAL DESIGN RECOMMENDATIONS

7.1 Precast Concrete Box Culvert Design and Construction The proposed replacement structure will consist of a 16-foot span by 10-foot rise precast concrete box culvert. The proposed box culvert will have 1-foot tall precast headwalls with flared integral wingwalls. Sideslopes will be repaired to 2H:1V side slopes. The box will be embedded approximately 3 feet into the streambed and 2 feet of special fill will be placed inside the bottom of the culvert to create a natural streambed. These fill soils will be retained in the box with sediment traps placed at 15-foot spacing. The precast concrete box shall include accommodations for toe walls at both the inlet and outlet ends to prevent undermining per MaineDOT BDG Section 8.3.1. The toe walls should extend a minimum of 1 foot below the maximum depth of scour. Precast concrete box culverts are typically detailed on the contract plans with only basic layout and required hydraulic opening. The manufacturer selected by the Contractor is responsible for the design of the structure including determination of wall thickness, haunch thickness and reinforcement in accordance with Special Provision 534 - Precast Concrete Arches, Box Culverts, Frames which is included in Appendix D of this report. The loading specified for the structure should be Modified HL-93 Strength 1 in which the HS-20 design truck wheel loads are increased by a factor of 1.25. The design should use Soil Type 4 as presented in the MaineDOT Bridge Design Guide (BDG) Section 3.6 to design earth loads from the soil envelope. The backfill properties are as follows: φ =32°, γ = 125 pcf. The precast concrete box culvert will be supplier-designed in accordance with AASHTO LRFD Bridge Design Specifications 6th Edition 2012 (LRFD). The precast concrete box culvert shall be designed for all relevant strength and service limit states and load combinations specified in LRFD Article 3.4.1 and LRFD Section 12. The precast concrete box culvert shall be constructed in conformance with MaineDOT BDG Section 8 and Special Provision 534. The box culvert will be bedded on a 1-foot thick layer of granular fill. The soil envelop and backfill shall consist of Standard Specification 703.19 – Granular Borrow Material for Underwater Backfill with a maximum particle size of 4 inches. The granular borrow backfill should be placed in lifts of 6 to 8 inches thick loose measure and compacted to the manufacturer’s specifications. In no case shall the backfill soil be compacted less than 92 percent of the AASHTO T-180 maximum dry density.

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7.2 Precast Concrete Box Culvert Headwalls Concrete headwalls will be included in the culvert design to retain riprap slopes and prevent riprap from dropping or eroding into the waterway. Nominal 1 foot by 1 foot concrete headwalls are recommended.

7.3 Precast Concrete Integral Wingwalls and Toe Walls Flared, sloped, integral wingwalls will retain the riprap slopes. The left and right wingwalls at each end of the box will share the same precast base slab. The sloped, integral wingwalls are essentially retaining walls and shall be designed for all relevant strength and service limit states and load combinations specified in LRFD Articles 3.4.1, 11.5.5 and 11.6. The wingwalls shall be designed to resist and/or absorb lateral earth pressures, vehicular loads, creep and temperature and shrinkage deformations of the concrete box culvert. The wingwalls shall be designed considering a live load surcharge equal to a uniform horizontal earth pressure due to an equivalent height of soil (heq) taken from Table 1 below:

Wall Height (feet)

heq (feet) Distance from wall pressure surface to edge of traffic = 0

feet

Distance from wall pressure surface to edge of traffic ≥ 1

feet 5 5.0 2.0 10 3.5 2.0

≥20 2.0 2.0

Table 1 – Equivalent Height of Soil for Vehicle Loading on Retaining Walls Parallel to Traffic

Culvert wingwalls that are fixed to the box culvert should be designed to resist movement using an at-rest earth pressure coefficient, Ko, of 0.47 assuming a level backslope. The at-rest earth pressure coefficient will change if the backslope conditions are different. Wingwalls sections that are independent of the box culvert should be designed using the Ranking active earth pressure coefficient, Ka, of 0.52 assuming a 2H:1V backslope. The active earth pressure coefficient will also change if the backslope conditions are different. See Appendix C – Calculations for supporting documentation. The bottom slabs connecting the left and right wingwalls at each end of the box shall include toe walls to prevent undermining per MaineDOT BDG Section 8.3.1. The toe walls should extend a minimum of 1 foot below the maximum depth of scour.

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7.4 Bearing Resistance The glacial till soils at the anticipated foundation elevation for the precast box are dense in consistency. These soils are characterized as having adequate bearing resistance. For a precast box culvert with a base width of 18 feet, the factoring bearing stress at the strength limit state shall not exceed the calculated factored bearing resistance at the strength limit state of 8.1 kips per square foot (ksf). To control settlement, the factored bearing stress at the service limit state shall not exceed the calculated, factored bearing resistance of 10.0 ksf. The strength limit state bearing resistance may govern the design. In no instance shall be bearing stress exceed the nominal structural resistance of the structural concrete which may be taken as 0.3f’c. See Appendix C – Calculations for supporting calculations.

7.5 Settlement The glacial till deposit at the anticipated foundation elevation for the precast box culvert is dense in consistency. The soils are heavily preconsolidated and are not expected to consolidate, even if a load greater that the existing overburden pressure is applied. There is no plan to change the horizontal alignment or vertical profile from the existing. No settlement issues are anticipated at the location of the replacement culvert. The soil envelope and backfill for the precast box shall consist of Standard Specification 703.19 – Granular Borrow Material for Underwater Backfill with a maximum particle size of 4 inches. The granular borrow backfill should be placed in lifts of 6 to 8 inches thick loose measure and compacted to the manufacturer’s specifications. To control future settlement, the envelope and backfill soil shall be compacted to no less than 92 percent of the AASHTO T-180 maximum dry density. Remove any cobbles or boulders (in excess of 6 inches) encountered at the bearing elevation and replace with compacted granular borrow or ¾ inch stone.

7.6 Frost Protection Foundations placed on the native soils should be designed with an appropriate embedment for frost protection. According to BDG Figure 5-1, Maine Design Freezing Index Map, Parkman has a design freezing index (DFI) of approximately 2100 F-degree days. Based on soil laboratory test results, a water content of 15% was used for coarse-grained soils at the potential elevation of a precast box foundation. These components correlate to a frost depth of 6.6 feet. A similar analysis was performed using Modberg software by the US Army Cold Regions Research and Engineering Laboratory (CRREL). For the Modberg analysis, Parkman was assigned a DFI from the database of approximately 2048 F-degree days for Millinocket which lies on a DFI contour similar to Parkman. A water content of 15% was used. These components correlate to a frost depth of approximately 7.8 feet. We recommend that foundations be designed with an embedment of 7.0 feet for frost protection. See Appendix C – Calculations for supporting calculations.

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Riprap is not to be considered as contributing to the overall thickness of soils required for frost protection.

7.7 Scour and Riprap The box culvert shall be constructed with integral concrete headwalls and wingwalls to retain riprap slopes and prevent riprap from dropping or eroding into the waterway. Inlet and outlet toe walls shall be provided that extend below the maximum depth of scour. The slopes shall be armored with a 3-foot thick layer of riprap conforming to MaineDOT Supplemental Specification Section 703.26 Plain and Hand Laid Riprap. The riprap shall be underlain by a Class 1 erosion control geotextile and a 1-foot layer of bedding material conforming to MaineDOT Standard Specification 703.19 Granular Borrow Material for Underwater Backfill. The toe of the riprap sections shall be constructed 1-foot below the streambed elevation. The riprap slopes shall be constructed no steeper than a maximum 1.75H:1V extending from the edge of the roadway down to the existing ground surface. Riprap aprons will be installed at both ends of the culvert.

7.8 Seismic Design Considerations In conformance with LRFD Article 3.10.1, seismic analysis is not required for buried structures, except where they cross active faults. There are no known active faults in Maine; therefore seismic analysis is not required.

7.9 Construction Considerations The proposed box culvert will be bedded on a 1-foot thick layer of granular borrow. Based on the soils encountered in the boring, dense glacial till consisting of silt, clay and platey phyllite will be encountered at this elevation. The Contractor shall minimize disturbance to the silty till soils and all subgrade surfaces should be protected from any unnecessary construction traffic. Earthwork and excavations will result in the exposure of reworked, silty glacial till which was used to backfill the existing pipe culvert. These silty soils may be susceptible to disturbance and rutting as a result of exposure to water or construction traffic. If disturbance and rutting occur, we recommend that the Contractor remove and replace the disturbed materials with ¾-inch stone or compacted MaineDOT Standard Specification 703.20, Gravel Borrow. Any cobbles or boulders encountered in excess of 6 inches shall be removed and replaced with compacted gravel borrow Staged construction will require temporary earth support systems. Wood was encountered in the lower fill unit in one boring and wood may impede driving sheet piles that may be required for temporary earth support. All wood in the excavation shall be removed and replaced with compacted gravel borrow or ¾-inch stone.

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The silty till fill that overlies the existing pipe culvert has a significant percentage of fine material passing the #200 sieve. These soils may become saturated and water seepage may be encountered during construction and in excavations. There may be localized sloughing and instability in some excavations and cut slopes. The Contractor should control groundwater, surface water infiltration and soil erosion. Water should be controlled by pumping from sumps.

8.0 CLOSURE This report has been prepared for the use of the MaineDOT Bridge Program for specific application to the proposed replacement of Pingree Bridge on Route 150 in Parkman, Maine in accordance with generally accepted geotechnical and foundation engineering practices. No other intended use or warranty is implied. In the event that any changes in the nature, design, or location of the proposed project are planned, this report should be reviewed by a geotechnical engineer to assess the appropriateness of the conclusions and recommendations and to modify the recommendations as appropriate to reflect the changes in design. Further, the analyses and recommendations are based in part upon limited soil explorations at discrete locations completed at the site. If variations from the conditions encountered during the investigation appear evident during construction, it may also become necessary to re-evaluate the recommendations made in this report. We also recommend that we be provided the opportunity for a general review of the final design and specifications in order that the earthwork and foundation recommendations may be properly interpreted and implemented in the design.

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Sheets

Map Scale 1:24000

The Maine Department of Transportation provides this publication for information only. Reliance upon this information is at user risk. It is subject to revisionand may be incomplete depending upon changing conditions. The Department assumes no liability if injuries or damages result from this information. Thismap is not intended to support emergency dispatch. Road names used on this map may not match official road names.

The Maine Department of Transportation provides this publication for information only. Reliance upon this information is at user risk. It is subject to revision and may be incomplete depending upon changingconditions. The Department assumes no liability if injuries or damages result from this information. This map is not intended to support emergency dispatch. Road names used on this map may not match officialroad names.

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Project Location

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Location Map Pingree Bridge #2668 carries Route 150 over Pingree Center Stream Parkman, Maine Piscataquis County WIN 19302.00 USGS 7.5' Series Topographic Cambridge Quadrangle DeLORME Map 31 Grid 4C

Appendix A

Boring Logs

TERMS DESCRIBINGUNIFIED SOIL CLASSIFICATION SYSTEM DENSITY/CONSISTENCY

MAJOR DIVISIONSGROUP

SYMBOLS TYPICAL NAMESCoarse-grained soils (more than half of material is larger than No. 200

COARSE- CLEAN GW Well-graded gravels, gravel- sieve): Includes (1) clean gravels; (2) silty or clayey gravels; and (3) silty,GRAINED GRAVELS GRAVELS sand mixtures, little or no fines clayey or gravelly sands. Consistency is rated according to standard

SOILS penetration resistance.(little or no GP Poorly-graded gravels, gravel Modified Burmister System

fines) sand mixtures, little or no fines Descriptive Term Portion of Total trace 0% - 10%little 11% - 20%

GRAVEL GM Silty gravels, gravel-sand-silt some 21% - 35%WITH mixtures. adjective (e.g. sandy, clayey) 36% - 50%FINES

(Appreciable GC Clayey gravels, gravel-sand-clay Density of Standard Penetration Resistance amount of mixtures. Cohesionless Soils N-Value (blows per foot)

fines) Very loose 0 - 4Loose 5 - 10

CLEAN SW Well-graded sands, gravelly Medium Dense 11 - 30SANDS SANDS sands, little or no fines Dense 31 - 50

Very Dense > 50(little or no SP Poorly-graded sands, gravelly

fines) sand, little or no fines.Fine-grained soils (more than half of material is smaller than No. 200sieve): Includes (1) inorganic and organic silts and clays; (2) gravelly, sandy

SANDS SM Silty sands, sand-silt mixtures or silty clays; and (3) clayey silts. Consistency is rated according to shearWITH strength as indicated.FINES Approximate

(Appreciable SC Clayey sands, sand-clay Undrained amount of mixtures. Consistency of SPT N-Value Shear Field

fines) Cohesive soils blows per foot Strength (psf) Guidelines WOH, WOR,

ML Inorganic silts and very fine WOP, <2sands, rock flour, silty or clayey Soft 2 - 4 250 - 500 Thumb easily penetratesfine sands, or clayey silts with Medium Stiff 5 - 8 500 - 1000 Thumb penetrates with

SILTS AND CLAYS slight plasticity. moderate effortStiff 9 - 15 1000 - 2000 Indented by thumb with

FINE- CL Inorganic clays of low to medium great effortGRAINED plasticity, gravelly clays, sandy Very Stiff 16 - 30 2000 - 4000 Indented by thumbnai

SOILS clays, silty clays, lean clays. Hard >30 over 4000 Indented by thumbnail(liquid limit less than 50) with difficulty

OL Organic silts and organic silty Rock Quality Designation (RQD): clays of low plasticity. RQD = sum of the lengths of intact pieces of core* > 100 mm

length of core advance *Minimum NQ rock core (1.88 in. OD of core)

MH Inorganic silts, micaceous or diatomaceous fine sandy or Correlation of RQD to Rock Mass Quality

SILTS AND CLAYS silty soils, elastic silts. Rock Mass Quality RQDVery Poor <25%

CH Inorganic clays of high Poor 26% - 50%plasticity, fat clays. Fair 51% - 75%

Good 76% - 90%(liquid limit greater than 50) OH Organic clays of medium to Excellent 91% - 100%

high plasticity, organic silts Desired Rock Observations: (in this order) Color (Munsell color chart) Texture (aphanitic, fine-grained, etc.)

HIGHLY ORGANIC Pt Peat and other highly organic Lithology (igneous, sedimentary, metamorphic, etc.) SOILS soils. Hardness (very hard, hard, mod. hard, etc.)

Weathering (fresh, very slight, slight, moderate, mod. severe, Desired Soil Observations: (in this order) severe, etc.) Color (Munsell color chart) Geologic discontinuities/jointing:Moisture (dry, damp, moist, wet, saturated) -dip (horiz - 0-5, low angle - 5-35, mod. dipping - Density/Consistency (from above right hand side) 35-55, steep - 55-85, vertical - 85-90) Name (sand, silty sand, clay, etc., including portions - trace, little, etc.) -spacing (very close - <5 cm, close - 5-30 cm, mod.Gradation (well-graded, poorly-graded, uniform, etc.) close 30-100 cm, wide - 1-3 m, very wide >3 m)Plasticity (non-plastic, slightly plastic, moderately plastic, highly plastic) -tightness (tight, open or healed)Structure (layering, fractures, cracks, etc.) -infilling (grain size, color, etc.) Bonding (well, moderately, loosely, etc., if applicable) Formation (Waterville, Ellsworth, Cape Elizabeth, etc.) Cementation (weak, moderate, or strong, if applicable, ASTM D 2488) RQD and correlation to rock mass quality (very poor, poor, etc.) Geologic Origin (till, marine clay, alluvium, etc.) ref: AASHTO Standard Specification for Highway BridgesUnified Soil Classification Designation 17th Ed. Table 4.4.8.1.2AGroundwater level Recovery

Sample Container Labeling Requirements: PIN Blow Counts Bridge Name / Town Sample Recovery Boring Number DateSample Number Personnel Initials Sample Depth

0 - 250 Fist easily PenetratesVery Soft

(mor

e th

an h

alf o

f mat

eria

l is

smal

ler t

han

No.

200

sie

ve s

ize)

(mor

e th

an h

alf o

f mat

eria

l is

larg

er th

an N

o. 2

00 s

ieve

siz

e)

(mor

e th

an h

alf o

f coa

rse

fract

ion

is la

rger

than

No.

4

siev

e si

ze)

(mor

e th

an h

alf o

f coa

rse

fract

ion

is s

mal

ler t

han

No.

4

siev

e si

ze)

Maine Department of TransportationGeotechnical Section

Key to Soil and Rock Descriptions and TermsField Identification Information

January 2008

0

5

10

15

20

25

S1

1D

2D

3D

4D

5D

24/22

24/8

24/20

24/14

24/13

1.00 - 2.50

5.00 - 7.00

10.00 - 12.00

14.00 - 16.00

19.00 - 21.00

24.00 - 26.00

2/6/9/8

10/7/6/5

8/11/11/10

18/19/12/10

14/11/9/44

15

13

22

31

20

18

16

26

37

24

SSA

58

69

63

69

OPENHOLE

540.20

536.70

6" PAVEMENT.0.50

Brown, moist, fine to coarse SAND, some gravel, little silt, (Fill).

4.00

Olive, moist, very stiff, SILT, little sand, trace gravel, (Fill; ReworkedSilty Till).

Broken rock fragments (Fill).

Olive-brown, moist, very stiff, SILT, little sand, little clay, trace gravel,blocky. (Fill; Reworked Silty Till)Occasional cobbles 3"-5" in size.

Pushed HW Casing from 14.0-34.0 ft bgs.

Similar to above.

Olive-brown, moist, very stiff, SILT, little clay, little sand, trace gravel,blocky. (Fill; Reworked Silty Till).

G#245368A-4, ML

WC=15.0%

G#245367A-4, ML

WC=15.8%Non-Plastic

G#245366A-4, ML

Maine Department of Transportation Project: Pingree Bridge #2668 carries Route 150over Pingree Center Stream

Boring No.: BB-PPCS-101Soil/Rock Exploration Log Location: Parkman, MaineUS CUSTOMARY UNITS PIN: 19302.00

Driller: Northern Test Boring Elevation (ft.) 540.7 Auger ID/OD: 5" Soild Stem

Operator: Mike/Adam Datum: NAVD88 Sampler: Standard Split Spoon

Logged By: B. Wilder Rig Type: Diedrich D-50 Track Hammer Wt./Fall: 140#/30"

Date Start/Finish: 7/29/13; 08:00-12:30 Drilling Method: Cased Wash Boring Core Barrel: N/A

Boring Location: 12+01.4, 9.5 ft Rt. Casing ID/OD: HW Water Level*: None Observed

Hammer Efficiency Factor: 0.719 Hammer Type: Automatic Hydraulic Rope & Cathead Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percentMD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid LimitU = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic LimitMU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity IndexV = Insitu Vane Shear Test, PP = Pocket Penetrometer WOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size AnalysisMV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 = (Hammer Efficiency Factor/60%)*N-uncorrected C = Consolidation Test

Remarks:

Auto Hammer #283

Stratification lines represent approximate boundaries between soil types; transitions may be gradual.

* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions otherthan those present at the time measurements were made. Boring No.: BB-PPCS-101

Dep

th (f

t.)

Sam

ple

No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(ft

.)

Blo

ws

(/6 in

.)S

hear

Stre

ngth

(psf

)or

RQ

D (%

)

N-u

ncor

rect

ed

N60

Cas

ing

Blo

ws

Ele

vatio

n(ft

.)

Gra

phic

Log

Visual Description and Remarks

LaboratoryTesting Results/

AASHTO and

Unified Class.

Page 1 of 3

25

30

35

40

45

50

6D

7D

8D

9D

10D

24/14

24/10

24/19

24/22

29.00 - 31.00

34.00 - 36.00

39.00 - 41.00

44.00 - 46.00

49.00 - 51.00

7/9/9/19

15/23/17/11

28/39/32/32

41/43/43/43

18/22/32/33

18

40

71

86

54

22

48

85

103

65

119

98

116

162

245

OPENHOLE

513.70

506.70

503.20

493.70

27.00

Grey-olive, wet, medium dense, GRAVEL, some silt, some sand, tracewood. (Fill).

34.00Grey, wet, dense, silt, clay and soft, platey Phyllite, (Glacial Till).

37.50

Grey, moist, very dense, silt, clay and soft, platey Phyllite, (Glacial Till;Transitional geologic material).

Similar to above.

47.00

Brown, moist, very dense, weathered BEDROCK (platey, soft, Phyllite).

WC=16.1%Non-Plastic

G#245365A-2-4, GMWC=11.5%Non-Plastic









Remarks:

Auto Hammer #283



Dep

th (f

t.)

Sam

ple

No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(ft

.)

Blo

ws

(/6 in

.)S

hear

Stre

ngth

(psf

)or

RQ

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N-u

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N60

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AASHTO and

Unified Class.

Page 2 of 3

50

55

60

65

70

75

489.70 51.00Bottom of Exploration at 51.00 feet below ground surface.

NO REFUSAL









Remarks:

Auto Hammer #283



Dep

th (f

t.)

Sam

ple

No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(ft

.)

Blo

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(/6 in

.)S

hear

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(psf

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AASHTO and

Unified Class.

Page 3 of 3

0

5

10

15

20

25

SSA

RC

537.90 6" PAVEMENT.0.50

Similar to BB-PPCS-101.

Set in HW Casing at 10.0 ft bgs.Roller Coned ahead to 52.0 ft bgs.







Boring Location: 12+02.3, 31.5 ft Lt. Casing ID/OD: HW & NW Water Level*: None Observed


Remarks:

Auto Hammer #283



Dep

th (f

t.)

Sam

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No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(ft

.)

Blo

ws

(/6 in

.)S

hear

Stre

ngth

(psf

)or

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N-u

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N60

Cas

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AASHTO and

Unified Class.

Page 1 of 3

25

30

35

40

45

50

499.60

497.20

38.80Boulder from 38.8-41.2 ft bgs.Set in NW Casing thru Boulder.

41.20

Very dense drilling from 44.0-52.0 ft bgs.









Remarks:

Auto Hammer #283



Dep

th (f

t.)

Sam

ple

No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(ft

.)

Blo

ws

(/6 in

.)S

hear

Stre

ngth

(psf

)or

RQ

D (%

)

N-u

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AASHTO and

Unified Class.

Page 2 of 3

50

55

60

65

70

75

486.40 52.00Bottom of Exploration at 52.00 feet below ground surface.

NO REFUSAL









Remarks:

Auto Hammer #283



Dep

th (f

t.)

Sam

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No.

Sample Information

Pen

./Rec

. (in

.)

Sam

ple

Dep

th(ft

.)

Blo

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(/6 in

.)S

hear

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(psf

)or

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)

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AASHTO and

Unified Class.

Page 3 of 3

Appendix B

Laboratory Test Results

Station Offset Depth Reference G.S.D.C. W.C. L.L. P.I.

(Feet) (Feet) (Feet) Number Sheet % Unified AASHTO Frost

12+01.4 9.5 Rt. 5.0-7.0 245368 1 15.0 ML A-4 IV

12+01.4 9.5 Rt. 14.0-16.0 245367 1 15.8 -N P- ML A-4 IV

12+01.4 9.5 Rt. 24.0-26.0 245366 1 16.1 -N P- ML A-4 IV

12+01.4 9.5 Rt. 29.0-31.0 245365 1 11.5 -N P- GM A-2-4 II

Classification of these soil samples is in accordance with AASHTO Classification System M-145-40. This classification

is followed by the "Frost Susceptibility Rating" from zero (non-frost susceptible) to Class IV (highly frost susceptible).

The "Frost Susceptibility Rating" is based upon the MaineDOT and Corps of Engineers Classification Systems.

GSDC = Grain Size Distribution Curve as determined by AASHTO T 88-93 (1996) and/or ASTM D 422-63 (Reapproved 1998)

WC = water content as determined by AASHTO T 265-93 and/or ASTM D 2216-98

LL = Liquid limit as determined by AASHTO T 89-96 and/or ASTM D 4318-98

PI = Plasticity Index as determined by AASHTO 90-96 and/or ASTM D4318-98

NP = Non Plastic

Identification Number

BB-PPCS-101, 1D

Work Number: 19302.00

BB-PPCS-101, 3D

Classification

BB-PPCS-101, 6D

State of Maine - Department of Transportation

Laboratory Testing Summary Sheet

Town(s): ParkmanBoring & Sample

BB-PPCS-101, 5D

1 of 1

3" 2" 1-1/2" 1" 3/4" 1/2" 3/8" 1/4" #4 #8 #10 #16 #20 #40 #60 #100 #200 0.05 0.03 0.010 0.005 0.001

76.2 50.8 38.1 25.4 19.05 12.7 9.53 6.35 4.75 2.36 2.00 1.18 0.85 0.426 0.25 0.15 0.075 0.05 0.03 0.005

GRAVEL SAND SILT

SIEVE ANALYSISUS Standard Sieve Numbers

HYDROMETER ANALYSISGrain Diameter, mm

State of Maine Department of TransportationGRAIN SIZE DISTRIBUTION CURVE

100 10 1 0.1 0.01 0.001

Grain Diameter, mm

0

10

20

30

40

50

60

70

80

90

100

Percent Finer by W

eight

100

90

80

70

60

50

40

30

20

10

0

Percent Retained by W

eight

CLAY

SHEET NO.

UNIFIED CLASSIFICATION

SILT, little sand, trace gavel.

GRAVEL, some silt, some sand.

SILT, little sand, little clay, trace gravel.

SILT, little sand, little clay, trace gravel.

15.0

15.8

16.1

11.5

NP

NP

NP

BB-PPCS-101/1D

BB-PPCS-101/3D

BB0PPCS-101/5D

BB-PPCS-101/6D

5.0-7.0

14.0-16.0

24.0-26.0

29.0-31.0

Depth, ftBoring/Sample No. Description W, % LL PL PI

��

��

��

��

��

SHEET 1

Parkman

019302.00

WHITE, TERRY A 9/3/2013

WIN

Town

Reported by/Date

9.5 RT

9.5 RT

9.5 RT

9.5 RT

Offset, ft

12+01.4

12+01.4

12+01.4

12+01.4

Station

Appendix C

Calculations

BrownvilleWhetstone Bridge19302 Parkman Bearing Resistance rev3.xmcd

Bearing Resistance Calculation By: L. KrusinskiDate: 8/10/2013

Check by: KM 9/2013Pg 1

Analysis : Bearing Resistance of Box Culvert on Dense Glacial Till Material

Assumptions

1. Box bottom is embedded 3 feet below the streambed with 2 feet of fill placed inside. Bottom of box atapprox. Elev. 505. feet

2. Assumed parameters for dense, silty, clayey, platey Phylitte (Glacial Till) are: Tested soil samples - none

Saturated unit weight = 108-130 pcf (Bowles Table 3-4; Holtz, Kovacs, Table 2-1 1981)Average wet unit weight = 121 pcf

= 36-42 degrees, dense, medium granular soils (ref: Bowles, 5th Edition, Table 3-4). = 35-50 degrees, sandy gravel, unconsolidated & undrained (ref: Bowles, 5th Edition, Table 2-6). = 40 degrees, based on SPT N60 values = 48 bpf (ref: Peck, Hanson and Thornburn, 1983).

Su = undrained shear strength, c = 0 psf

3. Method used: Terzaghi, use strip equations since L>B

Foundation Widths and Depth

B

16

18

20

22

ft

Df 3.0 ft

Dw 5 ft

γw 62.4 pcf

Foundation soils:

Samples of the glacial till are silty, clayey, platey Phylitte (transitional geologic material).

γ1sat 121 pcf

γ1d 118 pcf

ϕ 34 deg

c 0 psf

1 of 3




Nominal Bearing Resistance - For Service Limit State

Method: LRFD Table C10.6.2.6.1-1, Presumptive Bearing Resistance for Spread Footings at the Service LimitState, based on NavFac DM 7.2, May 1983, Foundations and Earth Structures , Table 1, 7.2-142, "PresumptiveValues of Allowable Bearing Pressures for Spread Foundations".

Samples of the fine grained glacial stream deposits are SM, SP-SM

Bearing Material: Consistency in Place: Bearing Pressure Resistance RecommendedRange (ksf) Value (ksf)

Grave, gravel-sand mixture, medium dense 8-14 ksf 10 ksf boulder-gravel mixtures to dense

Recommend 10 ksf, to limit settlement to 1.0 inch for Service Limit State Loads

Nominal Bearing Resistance for Strength Limit States: Terzaghi Method - and c soil.

Shape Factors for strip footing (Bowles 5th Ed., pg 220)

sγ 1.0 sc 1.0

Meyerhof Bearing Capacity Factors - (Ref: Bowles Table 4-4, 5th Ed. pg 223) for clayey, silty, phyllite, = 34 degrees

Nc 42.14 Nq 29.4 Nγ 31.1

Nominal Bearing Resistance per Terzaghi equation (Bowles, Table 4-1, 5th Ed., pg 220)

q Df γ1sat Dw γw q 0.051 ksf

qn c Nc sc q Nq 0.5 γ1sat γw B Nγ sγ

qn

16.1

17.9

19.7

21.5

ksf

2 of 3




Factored Bearing Resistance for strength limit state

Use a resistance factor per AASHTO LRFD Table 10.5.5.2.2-1

φb 0.45

qr qn φb

for qr

7.2

8.1

8.9

9.7

ksf B

16

18

20

22

ft

8 ksf for strength limit state design for a 18-foot wide precast box foundation slab.

Factored Bearing Resistance for extreme limit state

Use a resistance factor per AASHTO LRFD Table 10.5.5.2.2-1

φb 1.0

qr qn φb

qr

16.1

17.9

19.7

21.5

ksf for B

16

18

20

22

ft

3 of 3

Parkman Pingree Bridge WIN 19302

Frost Penetration Analysis By: L. KrusinskiDate: 4/2013

Page 1Check by: KM 9/2013

Method 1 - MaineDOT Design Freezing Index (DFI) Map and Depth of Frost PenetrationTable, BDG Section 5.2.1.

From Design Freezing Index Map: Parkman, MaineDFI = 2100 degree-days.Case 1 - coarse grained soil at footing of culvert headwalls, W=15% .

Interpolate between frost depth of 78.7 inches at w=10% and 80.7 inches at w=20%

Depth of Frost Penetration =

d80.7 78.7

105 in 78.7 in

d 6.642 ft d 79.7 in

Method 2 - ModBerg Software

Examine potential precast box or walls placed on coarse grained soils; useModBerg weather database information for Millinocket which is on a DFI contour similar to Parkman

--- ModBerg Results --- Project Location: Millinocket, Maine

Air Design Freezing Index = 2048 F-days N-Factor = 0.80 Surface Design Freezing Index = 1638 F-days Mean Annual Temperature = 41.4 deg F Design Length of Freezing Season = 142 days

Layer #:Type t w% d Cf Cu Kf Ku L --------------------------------------------------------- 1-Coarse 93.8 15.0 125.0 31 40 2.9 1.8 2,700 --------------------------------------------------------- t = Layer thickness, in inches. w% = Moisture content, in percentage of dry density. d = Dry density, in lbs/cubic ft. Cf = Heat Capacity of frozen phase, in BTU/(cubic ft degree F). Cu = Heat Capacity of thawed phase, in BTU/(cubic ft degree F). Kf = Thermal conductivity in frozen phase, in BTU/(ft hr degree). Ku = Thermal conductivity in thawed phase, in BTU/(ft hr degree). L = Latent heat of fusion, in BTU / cubic ft.

Total Depth of Frost Penetration = 7.81 ft = 93.8 in.

Recommendation: 7 feet for design of foundations constructed on soil

19302 parkman Frost.xmcd

Calculation of Earth Pressure By: L. KrusinskiJune 2013

Check by: KM 9/2013

Backfill engineering strength parameters

Soil Type 4 Properties from Bridge Design Guide (BDG)

Unit weight γ1 125 pcf

Internal friction angle ϕ1 32 deg

Cohesion c1 0 psf

Active Earth Pressure

Rankine Theory

The earth pressure is applied to a plane extending vertically up from the heel of the wall base, andthe weight of the soil on the inside of the vertical plane is considered as part of the wall weight.The failure sliding surface is not restricted by the top of the wall or back face of wall.

For cantilever walls with horizontal backslope

Ka tan 45 degϕ1

2

2

Ka 0.307

For a sloped backfill

= Angle of fill slope to the horizontal (this case, 1V:2H slope)

β 26.56 deg

Kaslopecos β( ) cos β( )2 cos ϕ1 2

cos β( ) cos β( )2 cos ϕ1 2

Kaslope 0.517

= Angle of fill slope to the horizontal (this case, 1V:1.75 slope)

β 29.75 deg

Kaslopecos β( ) cos β( )2 cos ϕ1 2

cos β( ) cos β( )2 cos ϕ1 2

Kaslope 0.647

Pa is oriented at an angle of to the vertical plane

1

Calculation of Earth Pressure By: L. KrusinskiJune 2013

Check by: KM 9/2013

At-rest Earth Pressure

Reference LRFD Article 3.11.5.2

There is no estimation of at-rest earth pressure which considers sloped backfill.

For vertical walls with level backslope

Ko 1 sin ϕ1 Ko 0.47

2

Appendix D

Special Provisions

Pingree Bridge WIN 19302.00

September 2013

SPECIAL PROVISION 534 PRECAST STRUCTURAL CONCRETE

(Precast Structural Concrete Arches, Box Culverts, Frames) The following replaces Section 534 in the Standard Specifications in its entirety: 534.01 Description The Contractor shall design, manufacture, furnish, and install elements, precast structural concrete structures, arches, box culverts or three sided frames and associated wingwalls, headwalls, toe walls/cut off walls and appurtenances, in accordance with the Contract Documents. 534.02 Materials Structural precast elements for the arch, box culvert, or frame and associated precast elements shall meet the requirements of the following Subsection except as noted otherwise in this specification:

Structural Precast Concrete Units 712.061 New concrete mix designs and mix designs not previously approved by the Fabrication Engineer, including Self-Consolidating Concrete (SCC) mixes, shall be qualified by trial batches prepared in accordance with AASHTO T 126 (ASTM C 192). The test results shall demonstrate that the concrete meets the requirements of the Plans and this Specification. If accelerated curing is to be used in production, the test specimens shall be similarly cured. Grout, concrete patching material, and geotextiles shall be one of the products listed on the Department's list of prequalified materials, unless otherwise approved by the Department. Bedding and backfill material shall consist of Standard Specification 703.19, Granular Borrow, Material for Underwater Backfill, with the additional requirement that the maximum particle size be limited to 4 inches, or as shown on the Plans. 534.03 Drawings Prepare shop detail, erection and other necessary Working Drawings in accordance with Section 100 of the Standard Specifications. The Department will review and approve the drawings in accordance with the applicable requirements of Section 100 of the Standard Specifications. Changes and revisions to the approved Working Drawings shall require further approval by the Fabrication Engineer. Concrete mix designs shall be part of the Working Drawing submittal. Include aggregate specific gravity, absorption, percent fracture, fineness modulus and gradation as part of the mix design. Provide the mix design calculations demonstrating how the batch weights, water-cement ratio and admixture dosage rate were determined. 534.04 Design Requirements The Contractor shall design the precast structural concrete structure in accordance with the AASHTO LRFD Bridge Design Specifications, latest edition. The HL-93 live load specified in the AASHTO LRFD Bridge Design Specifications shall be used for all limit states except for Strength I. The live load used for the Strength I

Page 1 of 11


September 2013

limit state shall be the Maine Modified live load which consists of the standard HL-93 Live Load with a 25% increase in the Design Truck. (Wheel loads based on the Design Truck shall be increased 25%). In addition, if the governing load rating factor based on the HL-93 live load is equal to or less than 1.10 a load rating based on the Maine legal truck (Configuration #6) shall also be checked to insure the rating factor is equal to or greater than 1.0. The live load deflection check per AASHTO LRFD Bridge Design Specifications Section 2.5.2.6.2 for the top slab of box culverts and frames with clear spans 15 feet or greater and cover depths of 4 feet or less is mandatory. The live load deflection check shall be documented in the design computations submittal. Design calculations that consist of computer program generated output shall be supplemented with at least one hand calculation and graphic demonstrating the design methodology used. The hand calculation shall document at a minimum the Strength I load case flexural design check of the top slab positive moment reinforcing steel. Design calculations shall provide thorough documentation of the sources of equations used and material properties. The design shall be load rated in accordance with the AASHTO Manual for Bridge Evaluation, latest edition by the LRFR method and in accordance with the MaineDOT Load Rating Guide. The Contractor shall submit design calculations, load rating if applicable and working/shop drawings for the precast structure to the Department for approval. A Licensed Professional Engineer, licensed in accordance with State of Maine laws, shall sign and seal all design calculations and drawings. Drawings shall conform with Section 105.7 - Working Drawings. The Contractor shall submit the following items for review by the Resident at least forty five (45) working days prior to production:

A) The name and location of the manufacturer. B) Method of manufacture and material certificates. C) Description of method of handling, storing, transporting, and erecting the members. D) Design computations (bound and indexed) E) Load rating computations and completed load rating form (bound and indexed) F) Shop Drawings with the following minimum details:

1) Fully dimensioned views showing the geometry of the members, including all projections, recesses, notches, openings, block outs, and keyways. 2) Details and bending schedules of reinforcing steel including the size, spacing, and location. Reinforcing provided under lifting devices shall be shown in detail. 3) Details and locations of all items to be embedded. 4) Total weight of each member.

Page 2 of 11


September 2013

534.05 Facilities for Inspection Provide a private office at the fabrication plant for the Department’s inspection personnel, or Quality Assurance Inspectors (QAI’s). The office shall be in close proximity to the Work. The office shall be climate controlled to maintain the temperature between 68° F and 75° F and have the exit(s) closed by a door(s) equipped with a lock and 2 keys which shall be furnished to the QAI’s.

The QAI’s office shall meet the following minimum requirements:

Description Quantity

QAI’s office (minimum ft2) 100 Drafting Table Surface (ft2) 35 Drafting stools-each 1 Office Desk 1 Ergonomic Swivel Chairs 1 Folding Chairs 2 Cordless telephone 1 Answering machine 1 High-speed internet connection (ports) 1 Fluorescent Lighting of 100 ft-candles minimum for all work areas 2 110 Volt 60 Cycle Electric Wall Outlets 3 Wall Closet 1 Plan Rack 1 Waste Basket with trash bags 1 Two-drawer file cabinet (locking) 1 Broom 1 Dustpan 1 Cleaning Materials 1 Water Cooler 1

The Contractor will be responsible for disposing of trash and supplying commercially bottled water for the water cooler. The QAI will have the option to reject any furniture or supplies provided to the QAI’s office, based on general poor condition. Provide parking space for the QAI(s) in close proximity to the entrance to the QAI’s office. Maintain the pathway between the parking area and the QAI’s office so that it is free of obstacles, debris, snow and ice. The facilities and all furnishings shall remain the property of the Contractor upon completion of the Work. Payment for the facilities, heating, lighting, telephone installation, internet connection, basic monthly telephone and internet charges and all furnishings shall be incidental to the Contract.

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Failure to comply with the above requirements will be considered denial of access to the Work for the purpose of inspection. The Department will reject all Work done when access for inspection is denied. 534.06 Notice of Beginning Work Give the Department a minimum of two weeks notice for in-state work and three weeks notice for out-of-state work prior to beginning production. If the production schedule changes, notify the Fabrication Engineer no less than three (3) working days prior to the initial start-up date. Any Work done without the QAI present will be rejected. Advise the Fabrication Engineer of the production schedule and any changes to it. If Work is suspended on a project, the Fabrication Engineer will require 72 hours notice prior to the resumption of Work. 534.07 Quality Control Quality Control (QC) is the responsibility of the Contractor. Provide a copy of the Quality System Manual (QSM) to the Fabrication Engineer if requested. Inspect all aspects of the Work in accordance with the Contractor’s QSM. Reject materials and workmanship that do not meet Contract requirements. Record measurements and test results on the appropriate forms from APPENDIX E of Precast/Prestressed Concrete Institute Manual for Quality Control for Plants and Production of Structural Precast Concrete Products MNL 116 or an equivalent form prepared by the user. Provide copies of measurements and test results to the QAI as follows: Type of Report When Provided to QAI* Aggregate gradations-fine aggregate and coarse aggregate

Prior to beginning work and at least once a week thereafter

Material certifications / stressing calculations / calibration certifications

Prior to beginning work (anticipate adequate time for review by QAI)

Pre-pour inspection report Prior to the concrete placement Concrete Batch Slips The morning of the next work day Results of concrete testing The morning of the next work day Concrete temperature records Provide with compressive testing (for

release) Non-conformance reports/repair procedures Within 24 hours of discovery Results of compressive testing (for design strength) Prior to stopping curing / Prior to final

acceptance Post-pour inspection report Prior to final acceptance

* The Contractor and QAI may, by mutual agreement, modify any part of the schedule; however, failure to provide the documentation when required by the Fabrication Engineer will result in the product being deemed unacceptable. The Contractor may perform testing in addition to the minimum required. The results of all testing shall be made available to the Department.

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534.08 Quality Assurance Quality Assurance (QA) is the prerogative of the Department. The QAI will witness or review documentation, workmanship, testing and assure the Work is being performed in accordance with the QSM. The QAI has the authority to reject materials and products that do not meet the Contract requirements including Work rejected due to denial of access or the lack of adequate notice of the beginning of production. The acceptance of material or workmanship by the QAI will not prevent subsequent rejection, if the Work is unacceptable. 534.09 Rejections Correct or replace rejected material and/or workmanship. Generate a non-conformance report (NCR); provide a copy to the QAI and forward a copy to the Fabrication Engineer for determination of corrective action. In the event that an item fabricated under this Specification does not meet the Contract requirements but is deemed suitable for use by the Department, said item may be accepted in accordance with Section 100 of the Standard Specifications (see 106.8). 534.10 Forms and Casting Beds Construct forms to conform to the Working Drawings. The forms shall be well constructed, carefully aligned and sufficiently tight to prevent leakage of mortar. Reject forms that do not maintain the Plan dimensions. Inspect the bulkheads after each cast and repair or replace worn or damaged pieces. Seal wooden forms to prevent absorption of water. Apply and cure the sealer in accordance with the manufacturer's product data sheet. Remove all paint, adherent material, foreign matter and debris prior to placing concrete. Apply a non-staining bond-breaking compound to the forms in accordance with the manufacturer's product data sheet. Solvent clean reinforcing steel and welded steel wire fabric contaminated with the bond-breaking compound. 534.11 Reinforcing Steel Fabricate, package, handle, store, place, splice and repair reinforcing steel in accordance with Section 503 of the Standard Specifications. Accurately locate and securely anchor the reinforcing steel to prevent displacement during concrete placement. Install and secure all reinforcing steel prior to beginning the concrete placement. The concrete cover shown on the approved Working Drawings shall be the minimum allowable cover. Use sufficient bar supports and spacers to maintain the minimum concrete cover. The bar supports and spacers shall be made of a dielectric material or other material approved by the Fabrication Engineer.

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If reinforcing steel is not noted on the plans or drawings, the minimum amount of steel required shall be the area of steel equal to a grid of No. 4 bars at 18 inches in both directions, horizontally and vertically. Only one mat of steel is required for concrete thickness of 7 inches or less; two mats, one each face is required for thickness greater than 7 inches. 534.12 Voids and Inserts Voids shall be non-absorbent. The out-to-out dimensions of the voids shall be within 2% of Plan dimensions. Repair damaged voids in a manner acceptable to the Fabrication Engineer. Store, handle and place voids in a manner that prevents damage. Accurately locate and securely anchor, securely cap and vent the voids in the form. Any portion of a void that is displaced beyond the allowable dimensional tolerances shall be cause for rejection of the slab or beam. Open the void drains immediately upon removing the product from the form. Recess inserts, ties or other steel items a minimum of 1 inch from the surface unless noted otherwise on the Plans. Any recess shall be filled with a product from the Department’s Qualified Products List. The QAI is not responsible for verifying the location of inserts or other hardware installed for the convenience of the Contractor. 534.13 Concrete Placement Do not batch or place concrete until all the form(s) for any continuous placement have been inspected and accepted by the QCI and the QAI concurs. Test concrete in accordance with the following Standards:

AASHTO T23 (ASTM C 31) Practice for Making and Curing Concrete Test Specimens in Field AASHTO T 22 (ASTM C 39) Test Method for Compressive Strength of Cylindrical Concrete Specimens AASHTO T119 (ASTM C 143) Test Method for Slump of Hydraulic Cement Concrete

AASHTO T141 (ASTM C 172) Practice for Sampling Freshly Mixed Concrete AASHTO T152 (ASTM C 231) Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C 1064-Test Method for Temperature of Freshly mixed Portland Cement Concrete

ASTM C 1611/C 1611M-05-Standard Test Method for Slump Flow of Self-Consolidating Concrete

Test the first two loads of concrete for temperature, air entrainment and slump, or spread for SCC. If the first load is unacceptable, test the second load as the first. Continue this process until two consecutive loads are acceptable. After two consecutive cylinders are acceptable, the frequency of testing shall be at the discretion of the QAI.

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Test the concrete for temperature, air entrainment and slump, or spread for SCC, if there is a change in the dosage rate of any admixture, a change of three inches or more in slump or a change of more than 5° F in mix temperature. Test every load of 1 cubic yard, or less, from a stationary mixer or 2 cubic yards, or less, from a transit mixer for temperature, air entrainment and slump, or spread for SCC, prior to placing the concrete in the forms. Perform all testing in the presence of the QAI. The QAI will designate the loads to be tested. Make cylinders used to determine stripping strength during the last 1/3 of the placement. Place the concrete as nearly as possible to its final location. Control the depth of each lift in order to minimize entrapped air voids. The maximum depth of an unconsolidated lift shall be 18 inches. Vibrate the concrete with internal or internal and external vibrators. Do not use external vibrators alone. Insert internal vibrators vertically and penetrate the lower layer of concrete by at least 4 inches. Insert the vibrators in the concrete to assure that the radii of action of the vibrators overlap. Hold the vibrators in position from 5 to 15 seconds. Do not use vibrators to move concrete horizontally. Each lift of concrete shall have sufficient plasticity to be consolidated with subsequent lifts. Do not re-temper the concrete with water after discharging has begun. The Contractor may add HRWR to the concrete after batching if that practice conforms to the manufacturer's product data sheet. Discard concrete that becomes unworkable. Do not use water or water-based products to aid in finishing fresh concrete. After the concrete has been placed and finished and before the forms are covered, remove all concrete from projecting reinforcing steel 534.14 Process Control Test Cylinders Make concrete test cylinders for each day’s casting. Cylinders tested to determine stripping strength and early design strength shall be field cured in accordance with AASHTO T23 (ASTM C 31). 28 day cylinders shall be standard cured. Record unit identification, entrained air content, water-cement ratio, slump and temperature of the sampled concrete at the time of cylinder casting. Once a week, make four cylinders for use by the Department. They shall be standard cured in accordance with AASHTO T23 (ASTM C 31). If the Contractor fails to make enough cylinders to demonstrate that the product meets the Contract requirements, the product will be considered unacceptable. The compressive strength of the concrete will be determined by averaging the compressive strength of two test cylinders made from the same sample. For the purpose of determining design strength, the average of two cylinders shall meet or exceed the design strength, and, neither cylinder shall have a compressive strength less than 90% of design strength.

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Perform compressive testing to determine transfer and design strength in the presence of the QAI. Cylinder tests not witnessed by the QAI will not be acceptable. 534.15 Manufacture of Precast Units The cover of concrete over the outside circumferential reinforcement shall be 2 inches minimum. The concrete cover over the inside reinforcement shall be 1 ½ inches minimum. The clear distance of the end of circumferential wires shall not be less than 1 inch or more than 2 inches from the end of the sections. Reinforcement shall be single or multiple layers of welded wire fabric or a single layer of deformed billet steel bars. Welded steel wire fabric shall meet the space requirements and contain sufficient longitudinal wires extending through the section to maintain the shape and position of the reinforcement. Longitudinal distribution reinforcement may be welded steel wire fabric or deformed steel bars which meet the spacing requirements. The ends of the longitudinal distribution reinforcement shall be not more than 3 inches from the ends of the sections. Do not use more than three layers of reinforcing to form a single mat. If reinforcing steel is cut to install lifting devices install additional reinforcing adjacent to the cut steel. Tension splices in the reinforcement will not be permitted. For splices other than tension splices, the overlap shall be a minimum of 12 inches for welded steel wire fabric or deformed steel bars. The spacing center to center of the circumferential wires in a wire fabric sheet shall be not less than 2 inches or more than 4 inches. For the wire fabric, the spacing center to center of the longitudinal wires shall not be more than 8 inches. The spacing center to center of the longitudinal distribution steel for either line of reinforcing in the top slab shall not be more than 15 inches. The members shall be free of fractures. The ends of the members shall be normal to the walls and centerline of the section, within the limits of variation provided, except where beveled ends are specified. The surfaces of the members shall be a smooth steel form or troweled surface finish, unless a form liner is specified. The ends and interior of the assembled structure shall make a continuous line of members with a smooth interior surface. Defects which may cause rejection of precast units include the following:

1) Any discontinuity (crack or rock pocket etc.) of the concrete which could allow moisture to reach the reinforcing steel. 2) Rock pockets or honeycomb over 6 square inches in area or over 1 inch deep. 3) Edge or corner breakage exceeding 12 inches in length or 1 inch in depth. 4) Extensive fine hair cracks or checks. 5) Any other defect that clearly and substantially impacts the quality, durability, or maintainability of the structure as measured by accepted industry standards.

The manufacturer of the members shall sequentially number and shop fit each adjacent member to ensure that they fit together in the field. This fit up shall be witnessed by the QA

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inspector. Any non-fitting members shall be corrected or replaced at no cost to the Department. Documentation The producer of the structural precast units shall keep accurate records of aggregate gradations, concrete batching, testing, curing, and inspection activities to verify that forms, reinforcing and unit dimensions conform to these requirements. Copies of reports shall be furnished to the Resident when requested. 534.16 Tolerances Dimensional tolerances shall be in conformance with the applicable reference specification or the established industry standards for the product being produced. The internal dimensions shall not vary by more than 1 percent from the design dimensions or 1 ½ inches, whichever is less with the exception of the cross diagonal dimension which shall not vary by more than ½ inch from the design dimension. The haunch dimensions shall not vary by more than ¾ inch from the design dimension. The dimension of the legs shall not vary by more than ¼ inch from the dimension shown on the approved shop drawings. The slab and wall thickness shall not be less than the design thickness by more than ¼ inch. A thickness greater than the design thickness shall not be cause for rejection. Variations in laying lengths of two opposite surfaces shall not be more than ⅝ inch in any section, except where beveled ends for laying of curves are specified. The under-run in length of any section shall not be more than ½ in. 534.17 Finishing Concrete Products shall meet ordinary finish requirements per subsection 502.14. Fascia members shall receive a rubbed finish per subsection 502.14. The Contractor may use alternative methods of achieving an acceptable finish on fascia members if approved by the Fabrication Engineer. Marking The date of manufacture, the production lot number, and the type of unit shall be clearly and indelibly scribed on a rear, unexposed portion of each unit. 543.18 Repairing Defects Exposed surfaces shall be of uniform appearance; only minor repairs to remove and blend fins, patch minor spalls and to repair small, entrapped air pockets shall be permitted. Units that are cracked or require surface repairs larger than 2 in² or an accumulated repair area greater than 10% of the surface being repaired may be rejected. Repair honeycombing, ragged or irregular edges and other cosmetic defects using a patching material from the MaineDOT Qualified Products List. The repair, including preparation of the repair area, mixing and application and curing of the patching material, shall be in accordance with the manufacturer's product data sheet. Corners not exposed in the final product may be ground smooth with no further repair necessary if the depth of the defect does not exceed ½ inch. Remove form ties and other hardware to a depth of not less than 1 inch from the face of the concrete and patch the holes using a patching material from the MaineDOT Qualified Products List.

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Repair structural defects only with the approval of the Fabrication Engineer. Submit a non-conformance report (NCR) to the Fabrication Engineer with a proposed repair procedure. Do not perform structural repairs without an approved NCR. Structural defects include, but are not be limited to, exposed reinforcing steel or strand, cracks in bearing areas, through cracks and cracks 0.013 inch in width that extend more than 12 inches in length in any direction. Give the QAI adequate notice prior to beginning structural repairs. 534.19 Handling, Storage and Transportation Handle store and transport members in a manner as to eliminate the danger of chipping, cracks, fracture, and excessive bending stresses. Any units found damaged upon delivery, or damaged after delivery, shall be subject to rejection. Do not place precast members in an upright position until a compressive strength of at least 4350 psi is attained. Precast products a may be handled and moved, but do not transport products until the 28 day design strength has been attained. Support stored precast/prestressed products above the ground on dunnage in a manner to prevent twisting or distortion. Protect the products from discoloration and damage. 534.20 Installation of Precast Units Do not ship precast members until sufficient strength has been attained to withstand shipping, handling and erection stresses without cracking, deformation, or spalling. A minimum strength of 4350 psi shall be attained prior to shipping in all cases. Set precast members on ½ inch neoprene pads during shipment to prevent damage to the section legs. The Contractor shall repair any damage to precast members resulting from shipping or handling by saw cutting a minimum of ½ inch deep around the perimeter of the damaged area and placing a polymer-modified cementitious patching material. When footings are required, install the precast members on concrete footings that have reached a compressive strength of at least 2900 psi. Construct the completed footing surface to the lines and grades shown on the Plans. When checked with a 10 foot straightedge, the surface shall not vary more than ¼ inch in 10 feet. The footing keyway shall be filled with a non-shrink flowable cementitious grout with a design compressive strength of at least 5000 psi. Box culvert joints shall be sealed with an approved flexible joint sealant in accordance AASHTO M 198 (ASTM C 990). Joints shall be closed tight to within 0.625 inches ±0.125 inch. Culvert sections shall be equipped with joint closure mechanisms to draw sections together and close joints to the required opening. Fill holes that were cast in the units for handling, with either Portland cement mortar, or with precast plugs secured with Portland cement mortar or other approved adhesive. Completely fill the exterior face of joints between precast members with an approved material and cover with a minimum 12 inch wide joint wrap. The surface shall be free of dirt and deleterious

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materials before applying the filler material and joint wrap. Install the external wrap in one continuous piece over each member joint, taking care to keep the joint wrap in place during backfilling. Seal the joints between the end unit and attached elements with a non-woven geotextile. Install and tighten the bolts fastening the connection plate(s) between the elements that are designed to be fastened together as designated by the manufacturer. Place and compact the bedding material as shown on the plans prior to lifting and setting the culvert sections. Backfill the structure in accordance with the manufacturer’s instructions and the Contract Documents. Uniformly distribute backfill material in layers of not more than 8 inches in depth, loose measure, and thoroughly compact each layer using approved compactors before successive layers are placed. Compact the Granular Borrow bedding and backfill in accordance with Section 203.12 - Construction of Earth Embankment with Moisture and Density Control, except that the minimum required compaction shall be 92 percent of maximum density as determined by AASHTO T-180, Method C or D. Place and compact the backfill without disturbance or displacement of the structure, keeping the fill at approximately the same elevation on both sides of the structure. Whenever a compaction test fails, the Contractor shall not place additional backfill over the area until the lift is re-compacted and a passing test achieved. Use hand-operated compactors within 5 feet of the precast structure as well as over the top until it is covered with at least 12 inches of backfill. The Contractor shall take adequate precautions to protect the top of the culvert from damage during backfilling and/or paving operations. Any damage to the top of the culvert shall be repaired or members replaced at no cost to the Department. 534.21 Method of Measurement The Department will measure Precast Structural Concrete Arch, Box Culvert or three sided Frames for payment per Lump Sum each, complete in place and accepted. 534.22 Basis of Payment The Department will pay for the accepted quantity of Precast Structural Concrete Arch (Including Frames) or Precast Concrete Box Culvert at the Contract Lump Sum price, such payment being full compensation for all labor, equipment, materials, professional services, and incidentals for furnishing and installing the precast concrete elements and accessories. Falsework, reinforcing steel, welded steel wire fabric, jointing tape, geotextile, grout, cast-in-place concrete fill or grout fill for anchorage of precast wings and/or other appurtenances is incidental to the Lump Sum pay item. Cast-in-place concrete, reinforcing steel in cast-in-place elements, and membrane waterproofing will be measured and paid for separately under the provided Contract pay items. Pay adjustments for quality level will not be made for precast concrete. Payment will be made under: Pay Item Pay Unit

534.70 Precast Structural Concrete Arch Lump Sum 534.71 Precast Concrete Box Culvert Lump Sum

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